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HomeMy WebLinkAbout2005-02-02 Drainage Report II 12/20/04 Proposed Hanger Project andove, /J�Nconsultants lnc. designed. An existing 18" drain then carries the stormwater under the bottom of the existing grass Swale to a headwall which discharges the stormwater into a wetland system. Pipe flow calculations indicate that the 18" storm drain has adequate capacity to accommodate additional flow generated from the proposed development. See Closed Drainage System Calculation included with this report. Peak runoff rates for Subcatchment A are increased under proposed conditions. Peak runoff rates for Subcatchments B and C are reduced under proposed conditions. See Table 1 for the peak flows of each storm event. Table I Pre-Development vs. Post-Development Peak Rates of Runoff 2 Year Storm 10 Year Storm 100 Year Storm (3.1 inches) (4.5 inches) (6.4 inches) . Receptor Exist. Prop. Exist. Profs. Exist. Prop. (CFS) (CFS) (CFS) (CFS) (CFS) (CFS) Design Point 1 2.70 4.56 5.40 8.29 9.37 13.57 Design Point 2 0.53 0.20 1.07 0.40 1.89 0.70 Design Point 3 2.93 2.53 5.31 4.44 8.73 7.14 SUMMARY The proposed drainage system incorporates sufficient drainage and water quality devices that should adequately mitigate stormwater runoff from the development. The existing drainage system has adequate capacity to handle the additional flow generated from the proposed development. The existing swale system has the added capacity to handle the additional flow generated from the 100-yr storm event. The estimated high groundwater and poor soil absorption capabilities make it impracticable to install underground stormwater facilities to detain or retain stormwater runoff. The leased area being utilized by the development does not have adequate area to provide above ground stormwater facilities to detain or retain stormwater runoff. 3 Andover Consultants Inc. Phone: (978) 687-3828 1 East River Place Fax. (978) 686-5100 Methuen, MA 01844 i 10 " .�,ac.; N SUBCATCHMENT B AREA=0.50 ACRES EXISTING �©RAINUNE SUBCATCHMENT A 1! AREA=2.42 ACRES f HEADWALL , SUBCATCHMENT C , ���` � DISCHARGE AREA=1 ,72 ACRES a. TO WETLANDS U 18 RCP DRAIN LINE Q, SUTTON STREET f LEGEND m m m m e im DRAINAGE TRIBUTARY T DESIGN POINT AREA BOUNDARIES FIGURE 1 PRE-DEVELOPMENT SUBCATCHMENT AREAS FLIGHT CRAFT HANGAR LAWRENCE MUNICIPAL AIRPORT NORTH ANDOVER, MA andover Prepared for consultants DALE GROSS inc, SCALE: 1"=200' DATE: NOV. 2004 REV. DEC. 2004 1 East River Place, Methuen, Mass. 4k , �`� r..••�V ��. tin � \'4�•S, ." SUBCATCHMENT B ` ~----- f AREA=0.18 ACRES ROPOSED EXISTING 18" RCP DRAIN LINE 1 SUBCATCHMENT A � `!\ i\ AREA=3.11 ACRES ' j \y, HEADWALL SUBCATCHMENT C ` DISCHARGE TO WETLANDS AREA=1 .3%CRES 18" RCP DRAIN LINE O J •�`�.� a, SOTTO STREET 1 LEGEND • M M M M M M M DRAINAGE TRIBUTARY T DESIGN POINT AREA BOUNDARIES FIGURE 2 POST-DEVELOPMENT SUBCATCHMENT AREAS FLIGHT CRAFT HANGAR LAWRENCE MUNICPAL AIRPORT NORTH ANDOVER, MA andover Prepared for consultants DALE GROSSnC. SCALE: 1��=200 DATE: NOV. 2004 REV, DEC. 2004 1 1 East River Place, Methuen, Mass. F TRAPEZOIDAL CHANNEL ANALYSIS NORMAL DEPTH COMPUTATION December 21, 2004 PROGRAM INPUT DATA DESCRIPTION VALUE Flow Rate (c€s) . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . 5.7 Channel Bottom Slope (ft/ft) . . . . . . . . . . . . . . . . . . . . . . . . . . ... . . . 0.008 Manning's Roughness Coefficient (n-value) . . . . . . . . . . . . . . . . . . . 0.016 Channel Left Side Slope (horizontal/vertical) . . . . . . . . . . . . . . . 10.0 Channel, Right Side Slope (horizontal/vertical) . . . . . . . . . . . . . . 25.0 Channel Bottom Width (ft) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6.0 COMPUTATION RESULTS DESCRIPTION. VALUE Normal.^Depth (€t) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.24 Flow velocity (fps) . . . . . . . . . . . . . . . . . . . . . . . . . : . . . . . . . . . . . . . . . 2.27 Froude Number. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.966 Velocity Head (ft) . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . 0.08 Energy Head (ft) .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.32 Cross-Sectional Area of Flow (sq ft) . . . . . . . . . . . . . . . . . . . • • • • 2.51 Top Width of Flow (ft) . . . . . . . . . . . . . . . . . . . • . . • . • . . . . . . . . . . . • 14.54 HYDROCALC Hydraulics for Windows, version 1.2a Copyright (c) 1996 Dodson & Associates, Inc., 5629 FM 1960 West, Suite 314, Houston, TX 77069 Phone: (281)440-3787, Fax: (281)440-4742, Email:software@dodson-hydro,com All Rights Reserved. TRAPEZOIDAL CHANNEL ANALYSIS CRITICAL DEPTH COMPUTATION December 21, 2004 PROGRAM INPUT DATA DESCRIPTION VALUE -------------------------------------------------------------------------------- FlowRate (cfs) . . . . . . . . . . .... .. .. . . . . . . . . . . . . . . . . . . . . . . . . . . . 13.5 Channel Bottom Slope (ft/ft) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.008 Manning's Roughness Coefficient (n-value) . . . . . . . . . . . . . . . . . . . 0.018 Channel Left Side Slope (horizontal/vertical) . . . . . . . . . . . . . . . 10.0 Channel Right Side Slope (horizontal/vertical) . . . . . . . . . . . . . . 25.0 Channel Bottom Width (ft) . . . . . . . . . . . . . . . . . . . I . . . . . . . . . . . . . . . 6.0 COMPUTATION RESULTS DESCRIPTION VALUE -------------------------------------------------------------------------------- Critical Depth (ft) . . . . . . . . . 0.38 Critical Slope (ft/ft) • . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.0075 Flow Velocity (fps) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2.83 EroudeNumber. . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . .1.0 Velocity Head (ft) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.12 Energy Head (ft) . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . 6 . . . . 0.5 Cross-Sectional Area of Flow (sq ft) . . . . . . . . . . . . . . . . . . . . . . . . 4.78 Top Width of Flow (ft) . . . . . . . . . . . . . . . . . . . . . . . . . • . . . . . . . . • . . . 19.25 HYDROCALC Hydraulics for Windows, Version 1.2a Copyright (c) 1996 Dodson & Associates, Inc. , 5629 FM 1960 West, Suite 314, Houston, TX 77069 Phone. (281)440-3787, Fax: (281)440-4742, Email:software@dodson-hydzo.com All Rights Reserved. 3 existing coed Type !ll 24-hr Rainfall=3.10" Prepared by Andover Consultants Inc, Page 1 H droCADO 6.00 sin 002099 01986-2001 Applied Microcomputer Systems 12/20/2004 Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points Runoff by SCS TR-20 method, UH=SCS, Type III 24-hr Rainfall=3.10" Reach routing by Star-ind+Trans method - Pond routing by Stor-Ind method Subcatchment A: Subcatchment A Tc=10.0 min CN=77 Area=2.420 ac Runoff=2.70 cfs 0.211 of Subcatchment B: Subcatchment B Tc=10.0 min CN=76 Area=0.500 ac Runoff= 0.53 cfs 0.041 of Subcatchment C: Subcatchment C Tc=5.0 min CN=82 Area=1.720 ac Runoff=2.93 cfs 0.194 of Reach 1: Design Point 1 Inflow=2.70 cfs 0.211 of Outflow=2.70 cfs 0.211 of Reach 2: Design Point 2 Inflow=0.53 cfs 0.041 of Outflow=0.53 cfs 0.041 of Reach 3: Design Point 3 In€low=2.93 cfs 0.194 of Outflow=2.93 cfs 0.194 of Runoff Area =4.640 ac Volume Y 0.446 of Average Depth = 1.15" r r existing coed Type H/ 24-hr Rainfall=3.10° Prepared by Andover Consultants Inc. Rage 2 H droCAD®6.00 sln 002099 01986-2001 Ap2lied Microcom uter Systems 12/2012004 Subcatchment A: Subcatchment A Runoff 2.70 cfs @ 12.15 hrs, Volume= 0.211 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.10" Area (ac) CN Description 0.300 98 pavement - --- 2.120 74 >75% Grass cover, Good, HSG C 2.420 77 Weighted Average Tc Length Slope Velocity Capacity Description min feet ftlft ftlsec cfs 7.5 50 0.0260 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 0.6 155 0.0900 4.5 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.9 Direct Entry, time in pipe 10.0 205 Total Subcatchment A: Subcatchment A Hydrograph Plot 3 u Runoff —2.70 cfs 2 0 Up I I I H r r . . 0 -- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) existing coed Type 1/124Thr Rainfall=3.10" Prepared by Andover Consultants Inc. Page 3 H droCAD®6.00 sfn 002099 01986-2001 Applied Microcomputer Systems 12/20/2004 Subcatchment B: Subcatchment B Runoff - 0.53 cfs @ 12.15 hrs, Volume= 0.041 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.10" Area ac GN Description 0.050 98 pavement 0.450 74 >75% Grass cover, Good, HSG C 0.500 76 Weighted Average Tc Length Slope Velocity Capacity Description min feet ftlft ftlsec cfs 7.6 50 0.0250 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 1.5 225 0.0290 2.6 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.4 85 0,0600 33 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.5 90 0.0200 2.9 Shallow Concentrated Flow, Paved Kv= 20.3 fps 10.0 450 Total Subcatchment B: Subcatchment B Hydrograph Plot ❑Runoff 0.55 0.53 cis 0.5 0.45 0.4 0.35 c� 3 0.3 a 0.25 0.2 0.15 0.1 0.05 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) existing coed Type 11124-hr Rainfaf1=3.10 Prepared by Andover Consultants Inc. Page 4 H droCAUKD 6.00 s/n 002099 01986-2001 Applied Microcomputer Systems 12/20/2004 Subcatchment C: Subcatchment C Runoff 2,93 cfs @ 12.08 hrs, Volume= 0.194 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.10" Area ac CN Description 0.540 98 pavement 1.180 74 >75% Grass cover, Good, HSG C 1.720 82 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 5,0 Direct Entry, Subcatchment C: Subcatchment C Hydrograph Plot ❑Runoff 3 2,93 s c# 2 y V O I.t. i 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Tfine (hours) , k existing coed Type 11I 24-hr Rainfall=3.90" Prepared by Andover Consultants Inc. Page 5 H droCADOD 6.00 s1n 002099 01986-2001 Applied Microcomputer S sterns 12/20/2004 Reach 1: Design Point 1 Inflow 2.70 cfs @ 12.15 hrs, Volume= 0.211 of Outflow = 2.70 cfs @ 12.15 hrs, Volume= 0.211 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Reach 1: Design Point 1 Hydrograph Plot Inflow 32.7S__' Outflow 2.70 ofs 2 u 0 tL 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) i existing cond Type l/l 24-hr Rainfall=3.10" Prepared by Andover Consultants Inc. Page 6 H droCAD®6.00 s/n 002099 01985-2001 Applied Microcomputer Systems 12120/2004 Reach 2: Design Point 2 Inflow - 0.53 cfs @ 12.15 hrs, Volume= 0.041 of Outflow 0.53 cfs @ 12.15 hrs, Volume= 0,041 af, Atten= 0%, Lag= 0.0 min Routing by Stor-ind+•Trans method, Time Spam 0.00-20,00 hrs, dt= 0.05 hrs Reach 2: Design Point 2 Hydrograph Plot .............s. Inflow 0.55 t).53 cfs ©Outflow 0.5 0.45 0.4 0.35 U 0.3 3 a u. 0.25 0.2 0.15 0.1 0.05 --- ram- � 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hoursf � y existing cond Type fit 24-hr Rainfall=3.10" Prepared by Andover Consultants Inc. Page 7 HydroCADO6.00 sin 002099 01986-2001 Applied Microcomputer Systems 12/20/2004 Reach 3: Design Point 3 Inflow = 2.93 cfs @ 12.08 hrs, Volume= 0.194 of Outflow - 2.93 cfs @ 12.08 hrs, Volume= 0.194 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Reach 3: Design Point 3 Hydrograph Plot S.. Inflow 2.93 cfs ❑ Outflow 3 2 3 0 u. 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 1 existing coed Type li124-hr Rainfall=4.50" Prepared by Andover Consultants Inc. page 1 HydroCADO 6.00 sln 002099 01986-2001 Applied Microcomputer Systems _ 12/20/2004 Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points Runoff by SCS TR-20 method, UH=SCS, Type III 24-hr Rainfall=4.50" Reach routing by Stor-ind+Trans method - Pond routing by Stor-Ind method Subcatchment A: Subcatchment A Tc=10.0 min CN=77 Area=2.420 ac Runoff= 5.40 cfs 0.413 of Subcatchment B: Subcatchment B Tc=10.0 min CN=76 Area=0.500 ac Runoff= 1.07 cfs 0.082 of Subcatchment C: Subcatchment C Tc=5.0 min CN=82 Area=1.720 ac Runoff= 5.31 cfs 0.353 of Reach 1: Design Point 1 Inflow= 5.40 cfs 0.413 of Outflow=5.40 cfs 0.413 of Reach 2: Design Point 2 Inflow= 1.07 cfs 0.082 of Outflow= 1.07 cfs 0.082 of Reach 3: Design Point 3 inflow=5.31 cfs 0.353 of Outflow= 5.31 cfs 0.353 of Runoff Area =4.640 ac Volume =0.848 a€ Average Depth =2.19" Y 1 existing cond Type Ill 24-hr Rainfall=4.50" Prepared by Andover Consultants Inc. Page 2 H droCAD®6.00 sln 002099 01986-2001 Applied Microcomputer Systems 12/20/2004 Subcatchment A: Subcatchment A Runoff = 6.40 cfs @ 12.15 hrs, Volume= 0.413 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.50" Area ac CN Description 0.300 98 pavement 2.120 74 >75% Grass cover, Good, HSG C 2.420 77 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 7.5 50 M260 0.1 Sheet Flow, Grass; Dense n= 0.240 P2= 3.10" 0.6 155 0.0900 4.5 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.9 Direct Entry, time in pipe 10.0 205 Total Subcatchment A: Subcatchment A Hydrograph plot S ©Runoffil 5.40 cfs 5 4 w 0 3 / 2 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) existing cond Type 11124-hr Rainfall=4.50" Prepared by Andover Consultants Inc. Page 3 H droCADO 6.00 s/n 002099 01986-2001 Applied Microcomputer S sterns 12/20/2004 Subcatchment B: Subcatchment B Runoff = 1.07 cfs @ 12.15 hrs, Volume= 0.082 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.50" Area ac CN Description 0.050 98 pavement 0.450 74 >75% Grass cover, Good HSG C 0.500 76 Weighted Average To Length Slope Velocity Capacity Description (min) (feet) (ftlft) (fusee) (cfs) 7.6 50 0,0250 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 1.5 225 0.0290 2.6 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.4 85 0.0600 3.7 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.5 90 0.0200 2.9 Shallow Concentrated Flow, Paved Kv= 20.3 fps 10.0 450 Total Subcatchment B: Subcatchment B Hydrograph flat ❑Runoff 1.07 cfs 1 u 3 O 1i r: - 0 0 1 2 3 4 6 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) existing cond Type 11124-hr Rainfall=4.50" Prepared by Andover Consultants Inc. Page 4 H droCAD®6,00 sln 002099 O 1986-2001 Applied Microcomputer Systems 12/2012004 Subcatchment C. Subcatchment C Runoff 5,31 cfs @ 12.08 hrs, Volume= 0.353 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type Ill 24-hr Rainfall=4,50" Area ac CN Description 0.540 98 pavement 1.180 74 >75% Grass cover, Good, HSG C 1.720 82 Weighted Average Tc Length Slope Velocity Capacity Description min feet ftlft) (fUsec) (cfs 5,0 Direct Entry, Subcatchment C: Subcatchment C Hydrograph Plot 0 Runoff 5.31 cfs 5 4 w u 0 3 u,. 2 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Tfine (hours) existing cond Type Ill 24-hr Rainfall=4.50" Prepared by Andover Consultants Inc. Page 5 H droCADO 6.00 s/n 002099 01986-2001 Applied Microcom uter Systems 12/20/2004 Reach 1: Design Point 1 Inflow = 5.40 cfs @ 12.15 hrs, Volume= 0.413 of Outflow — 5.40 cfs @ 12.15 hrs, Volume= 0.413 af, Atten= 0%, Lag= 0.0 min Routing by Stor-lnd+Trans method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Reach 1: Design Point 1 Hydrograph Not .................. :.. Inflow 6 S [I Outflow 5.4D cfs 6 4 3 3 0 2 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) existing cond Type /it 24-hr Rainfall=4.50° Prepared by Andover Consultants Inc. Page 6 H droCADO 6.00 s/n 002099 O 1986-2001 Applied Microcom uter Systems 12/20/2004 Reach 2: Design Point 2 Inflow - 1.07 cfs @ 12.15 hrs, Volume= 0.082 of Outflow 1.07 cfs @ 12.15 hrs, Volume= 0.082 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Reach 2: Design Point 2 Hydrocdraph Plot .. F Inflow C]Outflow 1.07 cfs 1 w LL 0 --- 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) existing cond Type /if 24-hr Rainfall=4.50" Prepared by Andover Consultants Inc. Page 7 N droCADO 6.00 sln 002099 01986-2001 Applied Microcomputer S sterns 12/20/2004 Reach 3: Design Point 3 Inflow - 5.31 cfs @ 12.08 hrs, Volume= 0.353 of Outflow - 5.31 cfs @ 12.08 hrs, Volume= 0.353 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Reach 3: Design Point 3 Hydrograph Plot Inflow 5-31 s C Outflow 5.31 cfs 5 4 cs 3 3 a >L 2 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) existing cond Type lil 24-hr Rainfall=6.40" Prepared by Andover Consultants Inc. Page 1 H droCAM 6,00 sln 002099 ©1986-2001 Applied Microcomputer Systems 12/20/2004 Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points Runoff by SOS TR-20 method, UH=SCS, Type III 24-hr Rainfall=6.40" Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment A: Subcatchment A Tc=10.0 min CN=77 Area=2.420 ac Runoff= 9.37 cfs 0,722 of Subcatchment B: Subcatchment B Tc=10.0 min CN=76 Area=0.500 ac Runoff= 1.89 cfs 0.145 of Subcatchment C: Subcatchment C Tc=5.0 min CN=82 Area=1.720 ac Runoff=8.73 cfs 0.587 of Reach 1: Design Point 1 Inflow=9.37 cfs 0.722 of Outflow= 9.37 cfs 0.722 of Reach 2: Design Point 2 Inflow= 1.89 cfs 0.145 of Outflow= 1.89 cfs 0.145 of Reach 3: Design Point 3 Inflow= 8.73 cfs 0.587 of Outflow= 8.73 cfs 0.587 of Runoff Area 4.640 ac Volume= 1.454 of Average Depth = 3.76" existing cond Type 1i124-hr Rainfall=6.40" Prepared by Andover Consultants Inc. Page 2 H droCACKD 6.00 s/n 002099 OO 1986-2001 A plied Microcomputer S sterns 12/20/2004 Subcatchment A: Subcatchment A Runoff — 9.37 cfs @ 12.14 hrs, Volume= 0.722 of Runoff by SCS TR-20 method, UH=SCS, Time Spam 0.00-20.00 hrs, dt= 0.05 hrs Type Ill 24-hr Rainfall=6.40" Area ac CN Description 0.300 98 pavement 2.120 74 >75% Grass cover, Good, HSG C 2.420 77 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.5 50 0.0260 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 0.6 155 0.0900 4.5 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.9 Direct Ent , time in pipe 10.0 205 Total Subcatchment A: Subcatchment A Hydragraph plat 10 8.37 cfs FLJ Runoff 9 8 7 w B 0 5 LL 4 3 2 1 gdON IF: 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) existing coed Type 1/124-hr Rainfall=6.40" Prepared by Andover Consultants Inc. Page 3 H droCAD®6.00 sln 002099 41986-2001 Applied Microcomputer Systems 12/20/2004 Subcatchment B: Subcatchment B Runoff - 1.89 cfs @ 12.14 hrs, Volume= 0.145 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.40" Area ac CIS Description 0.050 98 pavement 0.450 74 >75% Grass cover, Good, HSG C 0.500 76 Weighted Average Tc Length Slope Velocity Capacity Description min feet ftlft ftlsec cfs 7.6 50 0.0250 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 1.5 225 0.0290 2.6 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.4 85 0.0600 3.7 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.5 90 0.0200 2.9 Shallow Concentrated Flow, Paved Kv= 20.3 fps 10.0 450 Total Subcatchment B: Subcatchment B Hydrograph Plot E]Runoff III 2 1.89 cfs U 0 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) existing cvnd Type 1i124-hr Rainfall=6.40" Prepared by Andover Consultants Inc. Page 4 H droCAD®6.00 s/n 002099 O 1986-2001 App#ed Microcomputer Systems 12/20/2004 Subcatchment C. Subcatchment G Runoff - 8.73 cfs @ 12.07 hrs, Volume= 0.587 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type Ill 24-hr Rainfall=6.40" Area ac CN Description 0.540 98 pavement 1.180 74 >75% Grass cover, Good, HSG C 1.720 82 Weighted Average Tc Length Slope Velocity Capacity Description mini feet (ftlft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment C; Subcatchment C Hydrograph Plot 9 8.73 cfs © FtunofF 8 7 B w � 5 p u- 4 3 2 1 - R 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) . 4 existing cond Type 11124-hrRainfa11=6.40" Prepared by Andover Consultants Inc. Page 5 HydroCADKE)6.00 sln 002099 01986-2001 Applied Microcomputer Systems 12/20/2004 Reach 1: Design Point 1 Inflow = 9.37 cfs @ 12,14 hrs, Volume= 0.722 of Outflow = 9.37 cfs @ 12.14 hrs, Volume= 0.722 af, Atten= 0%, Lag= 0.0 min Routing by Stor-ind+Trans method, Time Span= 0,00-20.00 hrs, dt= 0.05 hrs Reach 1: Design Point 1 Hydrograph Plot .................... Inflow 9.37 cl Outflow 10 9.37 cfs 9 s 7 ,? 6 0 5 4 3 2 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) e t existing cond Type iil 24-hrRainfaii=6.40" Prepared by Andover Consultants Inc. Page 6 H droCADO 6.00 s/n 002099 01986-2001 Applied Microcomputer Systems 12/20/2004 Reach 2: Design Point 2 Inflow 1.89 cfs @ 12.14 hrs, Volume= 0.145 of Outflow = 1.89 cfs @ 12.14 hrs, Volume= 0.145 af, Atten= 0%, Lag= 0.0 min Routing by Stor-ind+Trans method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Reach 2: Design Point 2 Hydrograph Plot Inflow 1.89 s n outflow 2 1.89 cfs n 0 1 LL 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) existing cond Type /it 24-hr Rainfall=6.40° Prepared by Andover Consultants Inc. Page 7 H droCA[D 6.00 s/n 002099 01986-2001 Applied Microcomputer Systems 12/20/2004 Reach 3: Design Point 3 Inflow — 8.73 cfs @ 12.07 hrs, Volume= 0.587 of Outflow = 8.73 cfs @ 12.07 hrs, Volume= 0.587 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Reach 3: Design Point 3 Hydrograph Plot 8,73 3 End�uiow s„ ❑ flo w S 9 8 7 6 N w. V ' 3 _o L' 4 3 2 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) r ` i proposed cond Type 1l124-hr Rainfall=3.10" Prepared by Andover Consultants Inc. Page 1 H droCACXD 6.00 sln 002099 ©1986-2001 Applied Microcomputer Systems 12/20/2004 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, llH=SCS, Type III 24-hr Rainfall=3.10" Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment A: Subcatchment A Tc=10.0 min CN=82 Area=3.110 ac Runoff=4.56 cfs 0.350 of Subcatchment B: Subcatchment B Tc=10.0 min CN=77 Area=0.180 ac Runoff= 0.20 cfs 0.016 of Subcatchment C: Subcatchment C Tc=5.0 min CN=84 Area=1.350 ac Runoff-=2.53 cfs 0.167 of Reach 1: Design Point 1 Inflow=4.56 cfs 0.350 of Outflow=4.56 cfs 0.350 of Reach 2: Design Point 2 Inflow= 0.20 cfs 0.016 of Outflow= 0.20 cfs 0.016 of Reach 3: Design Point Inflow=2.53 cfs 0.167 of Outflow=2.53 cfs 0.167 of Runoff Area =4.640 ac Volume=0.533 of Average Depth = 1.38" proposed cond Type /If 24-hr Rainfaff=3,10 Prepared by Andover Consultants Inc. Page 2 H droCAD®6.00 s/n 002099 ©1986-2001 Applied Microcomputer Systems 12/20/2004 Subcatchment A: Subcatchment A Runoff 4.56 cfs @ 12.15 hrs, Volume= 0.350 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.10" Area ac ON Description 1.090 98 pavement and rooftop 2.020 74 >75% Grass cover, Good, HSG C 3.110 82 Weighted Average Tc Length Slope Velocity Capacity Description min feet fUft ft/sec cfs 7.5 50 0.0260 0.1 Sheet Flow, Grass; Dense n= 0.240 P2= 3.10" 0.6 155. 0.0900 4.5 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.9 Direct Ent , time in pipe 10.0 205 Total Subcatchment A: Subcatchment A Hydrogrlph Pict 5 CI Runoff 4.56 cfs 4 3 u c 2 1 0 ---- 5 6 7 8 9 10 11 12 13 14 15 18 17 18 19 20 Time (hours) w proposed cond Type 11124-hr Rainfall=3.10" Prepared by Andover Consultants Inc. Page 3 HydroCAD®6.00 s/n 002099 01986-2001 Applied Microcomputer Systems 12/20/2004 Subcatchment B: Subcatchment B Runoff = 0.20 cfs @ 12.15 hrs, Volume= 0.016 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.10" Area (ac) ON Description 0.020 98 pavement 0.160 74 >75% Grass cover, Good, HSG C 0.180 77 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 7.6 50 0.0250 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 1.5 225 0,0290 2.6 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.4 85 0.0600 3.7 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.5 90 0.0200 2.9 Shallow Concentrated Flow, Paved Kv= 20.3 fps 10.0 450 Total Subcatchment B: Subcatchment B Hydrograph Blot 022 ❑Runoff 0.20 cis 0.2 0.18 0.16 0.14 w 0.12 ° 0.1 0.08 0.06 0.04 0.02 0 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 Time (hours) proposed coed Type Ili 24Thr rainfall-3.10" Prepared by Andover Consultants Inc. Page 4 HydroCADO 6.00 s1n 002099 OO 1986-2001 Applied Microcomputer Systems 1.2/20/2004 Subcatchment C: Subcatchment C Runoff _ 2.53 cfs @ 12.08 hrs, Volume= 0.167 of Runoff by SOS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.10" Area (ac) ON Description 0.540 98 pavement 0.810 74 >75% Grass cover, Good, HSG C 1.350 84 Weighted Average To Length Slope Velocity Capacity Description min feet ftlft ftlsec cfs 5.0 Direct Entry, Subcatchment C: Subcatchment C Hydrograph Plot i�Runoff 2.53 cfs 2 N �Cf O LL 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 Time (hours) proposed coed Type !il 24-hr Rainfall=3.10° Prepared by Andover Consultants Inc. Page 5 HydroCADO 6.00 s/n 002099 ©1986-2001 Applied Microcomputer Systems 12/20/2004 Reach 1: Design Point 1 Inflow - 4.56 cfs @ 12.15 hrs, Volume= 0.350 of Outflow - 4.56 cfs @ 12.15 hrs, Volume= 0.350 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach 1: Design Point 1 Hydrograph Plot ...--- r Inflow 5 4.66 cfs ©outflow 4 en 3 u 3 a fi 2 1 0 5 6 7 a 9 10 1f 12 13 14 16 16 17 18 19 20 Time (hours) L proposed cond Type 11124-hr Rainfafi=3.10" Prepared by Andover Consultants Inc. Page 6 H droCAD®6.00 s/n 002099 01986-2001 Applied Microcomputer Systems 12/20/2004 Reach 2: Design Point 2 Inflow _ 0.20 cfs @ 12.15 hrs, Volume= 0.016 of Outflow 0.20 cfs @ 12.15 hrs, Volume= 0.016 af, Atten= 0%, Lag= 0.0 min Routing by Stor-lnd+Trans method, Time Span: 5.00-20.00 hrs, dt= 0.05 hrs Reach 2: Design Point 2 Hydrograph Plot 5... Inflow 0.22 0.20 cfs Outflow 0.2 018 0.16 0.14 0.12 0.1 0.08 0.06 0.04 :> 0.02 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) proposed cond Type l!l 24-hr Rainfall=3.10" Prepared by Andover Consultants Inc. . Page 7 H droCAi@ 6.00 s/n 002099 cO 1986-2001 Applied Microcomputer S steins 12/20/2004 Reach 3: Design Point Inflow = 2.53 cfs @ 12.08 hrs, Volume= 0.167 of Outflow = 2.53 cfs @ 12.08 hrs, Volume= 0.167 af, Men= 0%, L.ag= 0.0 min Routing by Stor-Ind+'Frans method, Time Span= 5.00-20.00 hrs, dt= 0,05 hrs Reach 3: Design Point Hydrograph Plot Inflow s ©Outflow 2.53 cfs 2 w U 9 a fi 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) proposed cond Type 11124-hr Rainfall=4.50" Prepared by Andover Consultants Inc. Page 1 Hydro_CAD®6.00 sin 002099 01986-2001 Applied Microcomputer Systems _ 12/2012004 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Type III 24-hr Rainfall=4.50" Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment A: Subcatchment A Tc=10.0 min CN=82 Area=3.110 ac Runoff-8.29 cfs 0.638 of Subcatchment B: Subcatchment B Tc=10.0 min CN=77 Area=0.180 ac Runof--0.40 cfs 0,031 of Subcatchment C: Subcatchment C Tc=5.0 min CN=84 Area=1.350 ac Runof-4.44 cfs 0.297 of Reach 1: Design Point 1 Inflow=8.29 cfs 0.638 of Outflow--8.29 cfs 0.638 of Reach 2: Design Point 2 Inflow--0.40 cfs 0.031 of Outflow--0.40 cfs 0.031 of Reach 3: Design Point Inflow=4.44 cfs 0.297 of Outflow=4.44 cfs 0.297 of Runoff Area=4.640 ac Volume=0.965 of Average Depth=2.50" proposed cond Type ill 24-hr Rainfall=4.50" Prepared by Andover Consultants Inc. Page 2 droCAD®6.00 s/n 002099 01986-2001 Applied Microcom uEter System 12/20/2004 Subcatchment A: Subcatchment A Runoff = 8.29 cfs @ 12.14 hrs, Volume= 0.638 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type Ill 24-hr Rainfall=4.50" Area ac CN Description 1.090 98 pavement and rooftop 2.020 74 >75% Grass cover, Good, HSG C 3.110 82 Weighted Average Te Length Slope Velocity Capacity Description min feet ft/ft) (ftlsec) cfs 7.5 50 0.0260 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 0.6 155 0.0900 4.5 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.9 Direct En ,time in pipe 10.0 205 Total Subcatchment A: Subcatchment A Hydrograph Plot g ©Runoff 6.29 cfs 8 7 6 a 5 0 ii 4 3 2 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) proposed cond Type ill 24-hr Rainfall=4.50" Prepared by Andover Consultants Inc. Page 3 HydroCAD®6.00 s/n 002099 01986-2001 AppliedMcrocomputer Systems 12120/2004 Subcatchment B: Subcatchment B Runoff = 0.40 cfs @ 12.15 hrs, Volume= 0.031 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.50" Area ac Cld Description 0.020 98 pavement 0.160 74 >75% Grass cover, Good HSG C 0.180 77 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (Rift) (ftlsec) (cfs) 7.6 50 0.0250 0.1 Sheet Plow, ^ Grass: Dense n= 0.240 P2= 3.10" 1.5 225 0.0290 2.6 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.4 85 0.0600 3.7 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.5 90 0.0200 2.9 Shallow Concentrated Flow, Paved Kv=20.3 fps 10.0 450 Total Subcatchment B: Subcatchment B Hydrograph Plot 0.40 cfs ❑Runoff o.4 0.35 0.3 0.25 0 � 02 0.15 0.1 0.05 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) e proposed cond Type flf 24-hr Rainfall=4.50" Prepared by Andover Consultants Inc. Page 5 H droCADO 6.00 sfn 002099 0 1986 2001 Appfied Microcomputer Systems 12/20/2004 Reach 1: Design Point 1 Inflow - 8.29 cfs @ 12.14 hrs, Volume= 0.638 of Outflow - 8.29 cfs @ 12.14 hrs, Volume= 0.638 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach 1: Design Point 1 Hydrograph Plot Inflow 9 8.29 ds 8.29 cfs ©Outflow 8 7 6 w 3 �i 4 3 2 Q 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 24 Time (hours) proposed cond Type !I!24-hr Rainfall 4.50" Prepared by Andover Consultants Inc. Page 6 H droCADO 6.00 sln 002099 01986-2001 tied Microcom uter Systems 12/20/2004 Reach 2; Design Point 2 Inflow — 0.40 cfs @ 12,15 hrs, Volume= 0.031 of Ou flow = 0.40 cfs @ 12.15 hrs, Volume= 0.031 af, Atten= 0%, Lag= 0.0 min Routing by Star-Ind+Trans method,Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach 2: Design Point 2 Hydrograph Plot s Inaw 0A0 cfs C�Oumow 0.4 0.35 0.3 u 0.25 3 0.2 0.15 0.1 0.05 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time {hours} proposed cond Type U/24-hr Rainfall=4.50" Prepared by Andover Consultants Inc. Page 7 H droCADO 6.00 sin 002099 01986-2001 Applied Microcomputer Systems 12/20/2004 Reach 3: Design Point Inflow = 4.44 cfs @ 12.08 hrs, Volume= 0.297 of Outflow -- 4.44 cfs @ 12.08 hrs, Volume= 0.297 af, Men= 0%, Lag= 0.0 min Routing by Stor Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach 3: Design Point Hydrograph Plot Inflow s_ ©Outflow 4.44 ofs 4 3 u 3 0 2 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) proposed cond Type//I 24-hr Rainfall=6.40" Prepared by Andover Consultants Inc, Page 1 H droCAD®6.00 s/n 002099 ©1986-2001 Applied Microcomputer Systems 12/20/2004 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Type III 24-hr Rainfall=6.40" Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment A: Subcatchment A Tc=10.0 min CN=82 Area=3.110 ac Runoff= 13.57 cfs 1.061 of Subcatchment B: Subcatchment B Tc=10.0 min CN=77 Area=0.180 ac Runoff--0.70 cfs 0,054 of Subcatchment C: Subcatchment C Tc=5.0 min CN=84 Area=1.350 ac Runoff--7.14 cfs 0.485 of Reach 1: Design Point 1 Inflow=13.57 cfs 1.061 of Outflow=13.57 cfs 1.061 of Reach 2: Design Point 2 Inflow--0.70 cfs 0.054 of Outflow--0.70 cfs 0,054 of Reach 3: Design Point Inflow--7.14 cfs 0.485 of Outflow--7.14 cfs 0.485 of Runoff Area=4.640 ac Volume=1.599 of Average Depth=4.14" proposed cond Type III 24-hr Rainfall=6 40" Prepared by Andover Consultants Inc. Page 2 H droCAD®6.00 sin 002099 01986-2001 Applied Microcomputer Systems 12/20/2004 Subcatchment A: Subcatchment A Runoff — 13.57 cfs @ 12.14 hrs, Volume= 1.061 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.40" Area ac CN Description 1.090 98 pavement and rooftop 2.020 74 >75% Grass cover, Good HSG C 3.110 82 Weighted Average Te Length Slope Velocity Capacity Description min feet ft/ft) (fUsec) (cfs 7.5 50 0.0260 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 0.6 155 0.0900 4.5 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.9 Direct Entry,time in pipe 10.0 205 Total Subcatchment A: Subcatchment A Hydrograph Plot 15 11 Runoff 14 13.57 cfs 13 12 11 10 in 9 8 0 7 6 5 4 3 2 1 0 5 6 7 8 9' 10 11 12 13 14 15 16 17 18 19 20 Time (hours) proposed cond Type 11124-hr Rainfall=6.40" Prepared by Andover Consultants Inc. Page 3 HydroCADc®6.00_s/n 002099 01986-2001 Applied Microcomputer Systems „ 12/20/2004 Subcatchment B: Subcatchment B Runoff = 0.70 cfs @ 12.14 hrs, Volume= 0,054 of Runoff by SCS TR-20 method, UH=SCS,Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.40" Area ac CN Description 0.020 98 pavement 0.160 74 >75% Grass cover, Good HSG C 0.180 77 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ff fVsec cfs 7.6 50 0.0250 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10" 1.5 225 0.0290 2.6 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.4 85 0.0600 3.7 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.5 90 0.0200 2.9 Shallow Concentrated Flow, Paved Kv=20.3 fps 10.0 450 Total Subcatchment B: Subcatchment B Hydrograph Plot 0.75 0.70 cfs ©Runoff 0.7 0.65 0.6 0.55 0.5 w 0.45 0.4 3 0,35 0.3 0,25 0.2 0.15 0.1 0.05 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) proposed coed Type 11124-hr Rainfall=6.40" Prepared by Andover Consultants Inc. Page 4 HydroCADO 6.00 s/n 002099 O 1986-2001 Applied Microcomputer Systems 12/20/2004 Subcatchment C. Subcatchment C Runoff - 7.14 cfs @ 12.07 hrs, Volume= 0.485 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.40" Area ac CN Description 0.540 98 pavement 0.810._..._...74 >75% Grass cover,Good,HSG C 1.350 84 Weighted Average Tc Length Slope Velocity Capacity Description min feet M ftfsec cfs 5.0 Direct Entry, Subcatchment C: Subcatchment C Hydrograph Plot s 7.14 cfs C]�tunoff 7 6 5 v 4 0 ti 3 2 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) E I proposed cond Type III 24-hr Rainfall=6 40" Prepared by Andover Consultants Inc. Page 5 H droCAM 6.00 s/n 002099 01986-2001 Applied Microcomputer Systems 12/20/2004 Reach 1: Design Point 1 Inflow = 13.57 cfs @ 12.14 hrs, Volume= 1.061 of Outflow - 13.57 cfs @ 12.14 hrs, Volume= 1.061 af, Atten= 0%, Lag= 0.0 min Routing by Stor Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach 1: Design Point 1 Hydrograph Plot Inflow 15 s ]outflow 4 13.57 cfs 13 12 11 10 9 .. 8 0 7 u.. 6 5 4 3 2 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 1 proposed cond Type Ill 24-hrRainfall=6.40" Prepared by Andover Consultants Inc. Page 6 H droCAD®6,00 s/n 002099 01986-2001 AppRed Microcomputer Systems 12/20/2004 Reach 2: Design Point 2 Inflow - 0.70 cfs @ 12.14 hrs, Volume= 0,054 of Outflow = 0.70 cfs @ 12:14 hrs, Volume= 0.054 af, Men= 0%, Lag= 0.0 min Routing by Stor-lnd+Trans method, Time Span= 5.00-20,00 hrs, dt= 0.05 hrs Reach 2: Design Point 2 Hydrograph Plot . s , Inflow 0.70 c0.75 0.70 cfs ©outflow 0.7 0.65 0.6 0,55 0.5 0.45 u 0.4 3 e 0.35 0.3 0.25 0.2 0.16 0.1 0.05 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) proposed cond Type ff124-hr Rainfall=6.40" Prepared by Andover Consultants Inc. Page 7 droCAD®6.00 s1n 002099 ©1986-2001 Applied Microcomputer Systems 12/20/2004 Reach 3: Design Point Inflow = 7.14 cfs @ 12.07 hrs, Volume= 0.485 of Outflow -- 7.14 cfs @ 12.07 hrs, Volume= 0.485 af, Men= 0%, Lag= 0.0 min Routing by Star-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach 3: Design Point Hydrograph Plot $ -S-; Inflow 7.14 cfs ❑outflow 7 6 5 3 4 0 u. 3 2 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) i